Taipei101

TAIPEI 101 (Taipei Financial Center)

submitted by:

Anil sharma, 8007, 9th sem

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CONTENTS • In Inttro rodu duccti tio on • St Stru ruct ctur ural al Des Desig ign n • Co Cons nstr truc ucti tion on Techn Techniq ique uess • 33 331 1 Ea Eart rthq hqua uake ke • Summary

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Introduction – Structural Features Mega structural system for vertical and lateral loads, including typhoon and strong earthquake - 55 550 0 bo bore red d pi pile less - Hig High h strengt strength h and ductil ductility ity struc structura turall steel steel with RBS - Col Column umnss infil infilled led wit with h high high perf perform ormanc ancee conc concrete rete (10,000psi) - Tu Tunn nned ed ma mass ss damp damper er to redu reduce ce win wind d vibra vibratio tions ns - No Nonli nline near ar time time histo history ry anal analys yses es 3

Structur Stru ctural al Design Design – Grav Gravity ity Load Load • Gravity Gravity loads loads are carrie carried d vertically vertically by by a variety variety of of columns. columns. • Within the core, core, sixt sixteen een colum columns ns are are located located at the the crossing points of four lines of bracing in each direction. The columns are box sections constructed of steel plates, filled with concrete for added strength as well as stiffness at the 62nd floor and below. • On the perim perimeter, eter, up to the 26th 26th floor, floor, each each of of the four four building faces has two ‘super-columns,’ ‘super-columns,’ two ‘sub-supercolumns,’ and two corner columns. columns. • Abo Above ve the the 26th 26th floor floor has the the two ‘supe ‘super-c r-colu olumn mns’ s’ co conti ntinue nue upward.











Structur Stru ctural al Design Design – Late Lateral ral Load Load • Late Lateral ral fo forc rces es are are res resis iste ted d thro throug ugh ha combination of braced frames in the core, outriggers from core to perimeter ‘supercolumns’ colum ns’ and moment moment resisting resisting frames frames in the perimeter and other selected locations. • Wind Wind Damper Damperss are used used to redu reduce ce later lateral al vibrations due to wind 5

Outrigger truss Super-column

Shear wall











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Tower

Podium

Clay

Colluvium Collu vium (1) Colluvium Collu vium (2)

Sandstone

FOUNDATION PLAN A

1 1.6 2 3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

B

C

D

E

F

G

H

H.5

J

K

L

M

N

P

Q

R

S

T











TYPICAL FLOOR FRAMING PLAN

MEGAFRAME ELEVATION













DESIGN CRITERIA

WIND (Win (Wind d Tunnel Tunnel test) test) • ½ YEAR - HUMAN COMFORT • 50 YEAR - DRIFT RATIO • 100 YEAR - STRESS SEISMIC • 100 YEAR • 950 YEA YEAR R

- REMAIN ELASTIC (0.13g) - RET RETAIN AIN STA STABIL BILITY ITY (0.3 (0.39g) 9g)

BUILDING TMD











HIGH PERFORMA PERFORMANCE NCE STEEL PLATES PLATES - SM570 SM570M M • Used for tower columns, girders & braces • High strength : 60 ksi

Fy

74 ksi

• High ductility : Yield ratio

80% For girders & braces (t 85% For girders & braces (t

40 mm ) 40 mm ),

columns weldability ility : Ceq Ceq • High weldab

0.44 % ( t

40 mm )

0.47 % ( t

40 mm )

• Through-thickness ductility • Impact absorption energy

REVERSE CIRCULATION PILE











STATIC TESTING OF PILES COMPRESSION: COMPRESSI ON:

4000 TONNES

TENSION:

2200 TONNES

DYNAMIC TESTING OF PILES Silencer 消音設備

碎石級配 Gravel

COMPRESSION: 2000 TONNES MAX.











WELDING OF SUPER-COLUMN

Welding Sequence

Preheat Pads

WELDING OF SUPER-COLUMN











CROSS-SECTION OF SUPER-COLUMN























TMD CONSTRUCTION











CONSTRUCTION PROGRESS 1998




































































• Construction Construction resum resumed ed three months later after recommendation by Committee



































ACKNOWLEDGEMENT

Taipei101

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